ID_FS_ERFO_2016_Plans_Signoff.pdf

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

L low water left length of spiral lump sum longitudinal linear foot (feet) latitude lamination length of curve

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W

R.

R route right required reinforcement roadway right-of-way range radius typ.

Ts

TS

thd.

TBM

T.

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph

V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

CUYD

culv.

CUFT

cubic yard(s) culvert cubic foot (feet) mon.

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

ID FS ERFO 2016(1)-27(1) A.2

U S

C c m y fi le s p w p r o d u c ti o n d id e f2 a b .d g n

P

M

M a y

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center mile post main line

M.P.

M.L.

STEAM = steam, T = telephone, TV = CATV, W = water

P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain

EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

Fiber Roll or Wattle

Sandpoint

Sagle

Troy

Priest River

IDAHO MONTANA

N

12 50

Scale in miles VICINITY MAP

Lake Pend Oreille

Pe nd O re ille R iv er

Boundary County

Bonner County

Long: -116.162014 Lat: 48.296653 ERFO Sites (9)

FDR 489 MP 0.1

FDR 419 MP 9.0 - 14.3

Lightning Creek Road

Long: -116.091264 Lat: 48.598302 ERFO Site

FDR 314 MP 15.0

Boulder Creek Road

Naples

Ferry

Bonners

Fork

Clark

Lake

Priest

Sandpoint, ID

35 miles to

Bonners Ferry, ID

24 miles to

A.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

D c m y fi le s p w p r o d u c ti o n d id e f2 a c .d g n

ID FS ERFO 2016(1)-27(1)

A

S e p te m b e r

K

H A

R R

S I O

B

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

Sheet and Description

FDR 314

MP 15.0

FDR 419

MP 9.0

FDR 419

MP 10.2

FDR 419

MP 11.8

FDR 419

MP 12.1

FDR 419

MP 12.8

FDR 489

MP 0.1

FDR 419

MP 12.85

FDR 419

MP 13.5

FDR 419 MP

14.3 ALLOWANCE Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-1000 SOIL EROSION CONTROL,

TEMPORARY DIVERSION CHANNEL LPSM ALL ALL ALL ALL ALL ALL ALL ALL ALL ALL ALL

A0140 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 595 500 60 550 55 1,760

A0160 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0180 20101-0000 CLEARING AND GRUBBING ACRE 0.4 0.3 0.1 0.2 1.0

A0200 20301-1900 REMOVAL OF PIPE CULVERT EACH 2 2

A0220 20304-1000 REMOVAL OF STRUCTURES AND

OBSTRUCTIONS LPSM ALL ALL ALL

A0240 20401-0000 ROADWAY EXCAVATION CUYD 1,907 810 260 1,396 13 434 4,820

A0260 20403-0000 UNCLASSIFIED BORROW CUYD 100 1,482 158 1,740

A0280 20701-0200 SEPARATION-STABILIZATION

GEOTEXTILE, CLASS 1, TYPE B SQYD 114 314 280 175 47 930

A0300 20702-0200 GEOTEXTILE FILTER, CLASS 1,

TYPE B SQYD 1,050 86 86 86 670 86 178 267 1,634 390 207 4,740

A0320 20801-0000 STRUCTURE EXCAVATION CUYD 360 395 755 Contract Quantity

A0340 20820-0000 DEWATERING LPSM ALL ALL ALL

A0360 25101-0200 PLACED RIPRAP, METHOD A,

CLASS 2 CUYD 98 270 241 77 34 720

A0380 25101-0400 PLACED RIPRAP, METHOD A,

CLASS 4 CUYD 50 50 50 50 200

A0400 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 75 208 186 59 32 560

A0420 25101-0600 PLACED RIPRAP, METHOD A,

CLASS 6 CUYD 1,404 1,020 265 425 2,650 445 311 6,520

A0440 25102-0700 PLACED RIPRAP, METHOD A,

CLASS 7 TON 130 90 40 160 20 440

A0460 30202-1000 ROADWAY AGGREGATE, METHOD 1 TON 248 25 67 60 222 19 10 24 137 142 56 1,010 1.94 TON/CUYD

A0480 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 129 129

A0500 55401-1000 REINFORCING STEEL LB 17,000 17,000 Contract Quantity

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-N ov -2

8:

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

ID

P an ha nd le _E st im at e-

.x ls x]

Sh ee t

STATE PROJECT

B.1FS ERFO 2016(1)-27(1)ID

SHEET

NUMBER

Sheet and Description

FDR 314

MP 15.0

FDR 419

MP 9.0

FDR 419

MP 10.2

FDR 419

MP 11.8

FDR 419

MP 12.1

FDR 419

MP 12.8

FDR 489

MP 0.1

FDR 419

MP 12.85

FDR 419

MP 13.5

FDR 419 MP

14.3 ALLOWANCE Bid

Schedule

A0520 55701-2000 STRUCTURAL TIMBER AND LUMBER,

TREATED MFBM 13 1 14

A0540 55720-0000 REPAIR STRUCTURAL TIMBER AND

LUMBER LPSM ALL ALL

A0560 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 5 5 Contract Quantity

A0580 60201-0800 24-INCH PIPE CULVERT LNFT 52 52

A0600 60702-1000 REMOVING, CLEANING, AND

RELAYING CULVERT LNFT 32 32 32 32 128

A0620 61704-2000 REPLACEMENT POST, WOOD EACH 5 5

A0640 61704-4000 REPLACEMENT BLOCKOUT EACH 5 5

A0660 61705-0100 REPLACEMENT GUARDRAIL W-BEAM

RAIL ELEMENT, TYPE 2, CLASS A LNFT 50 50

A0680 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 40 40

A0700 62201-0700 BACKHOE LOADER, 1 CUBIC YARD

MINIMUM CAPACITY FRONTEND

BUCKET, 10 CUBIC FOOT MINIMUM

CAPACITY BACKHOE BUCKET, 90

HP MINIMUM FLYWHEEL HOUR 40 40

A0720 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 40 40

A0740 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 40 40

A0760 62301-0000 GENERAL LABOR HOUR 60 60

A0780 62501-0000 TURF ESTABLISHMENT ACRE 0.3 0.2 0.1 0.2 0.8

A0800 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 12 12

A0820 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 112 112

A0840 64703-5000 MITIGATION, ROOT WAD EACH 13 9 4 16 42

A0860 64704-1600 MITIGATION, STREAMBED CHANNEL

RECONSTRUCTION CUYD 120 562 1,252 175 1,330 341 3,780

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-N ov -2

8:

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

ID

P an ha nd le _E st im at e-

.x ls x]

Sh ee t (2

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2FS ERFO 2016(1)-27(1)ID

Travel Way

Ditch

Reconditioning

5'

5'

Turf establishment

Turf establishment

1:

Travel Way

TYPICAL SECTION

FOOTNOTE:

[2]

[1]

[3]

[3]

[4]

C.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 c a .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

[4]

Approximately match existing road profile, as directed by the CO.

distance of 50', or as directed by the CO.

Transition cross slope to match grade of box culvert over a

Ditch reconditioning as directed by the CO.

at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO. Taper

[1] [2]

[1]

NO SCALE

LC

Profile grade

T y p

1:3

C le a r in g l im it s

C le a r in g l im it s

1:3

4" compacted depth

Roadway aggregate, method 1, 4% Crown

Existing ground

TYPICAL SECTION B

18' min.

LC

Profile grade

1:

4" compacted depth

Roadway aggregate, method 1, 4% Crown

Existing ground

18' min.

FDR 419 MP 12.8

FDR 419 MP 11.8

FDR 419 MP 10.2

FDR 419 MP 9.0

FDR 419 MP 13.5

FDR 419 MP 12.85

FDR 419 MP 12.1

TYPICAL SECTION A

1:2

24" minimum depth

Placed riprap, method A, class 2, Existing ground

1' Shoulder

1' Shoulder

1' Shoulder 1' Shoulder

40" depth

Placed riprap, method A, class 5, 40" depth

Placed riprap, method A, class 5, Separation-stabilization geotextile, class 1, type B

1:

2 1:2

ROUNDING DETAIL

CUT SLOPE

Travel Way

Ditch

Reconditioning

5'

5'

Turf establishment

Turf establishment

Travel Way

Ditch

Reconditioning

5'

5'

Turf establishment

Turf establishment

1:

1:

[3] [3]

TYPICAL SECTION

[3] [3]

C le a r in g l im it

[3

[3

FOOTNOTE:

[2]

[1]

[3] Construct slopes as shown in the Staking Report.

Ditch reconditioning as directed by the CO.

at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO. Taper

C.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 c a .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

[1] [2]

[1] [2]

[3]

[3]

LC

Profile grade

T y p

1:3

C le a r in g l im it s

C le a r in g l im it s

1:3

4" compacted depth

Roadway aggregate, method 1, TYPICAL SECTION C

FDR 489 MP 0.1

FDR 314 MP 15.0

Unclassified borrow

NO SCALE

LC

Profile grade

1:3

C le a r in g l im it s

C le a r in g l im it s

1:3

4" compacted depth

Roadway aggregate, method 1, TYPICAL SECTION D

Unclassified borrow

FDR 419 MP 14.3

Va ria ble

S lo p e s ta k e

ROUNDING DETAIL

FILL SLOPE

C le a r in g l im it

5'5'

0.25D

D

Va ria ble

Existing ground

14' min.

16' min.

5'5'

Slope stake

0.25D

D

T y p ground

Existing

2550 2550 2550

5 2

BEGIN WORK

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

BOULDER CREEK ROAD

FDR 314 MP 15.0

Curve= BC2-1

D

R= 105.00'

T= 21.61'

L= 42.62'

Curve= BC2-2

D

R= 105.00'

T= 41.07'

Curve= BC2-3

D

R= 400.00'

T= 32.04'

L= 63.94'

Line to be constructed

Scarp

Slope stake limitsSlope stake limits

Profile grade

Existing ground

N

L= 78.29'

CUYD

EXC.

CUYD

EMB.

50+00 52+50 55+00 centerline

Existing roadway boulder placement log with root wad, and

See Sheet D.2 for riprap, (BC2)

50+00

FDR 314 MP 15.0

EL = 2,555.04

E = 2541921.501

N = 2527191.652

(BC2)

56+46.75

FDR 314 MP 15.0

EL = 2,539.33

E = 2542337.884

N = 2527643.119

END WORK

CP

CP

CP

CP

16107

P O

T

.7

P C

.7

P T

.7

P T

.6

P C

.3

P C

.2

P T

.8

16103

16105

16106

,5

.0

,5

.9

-4.5000%

100' VC

K = 29

,5

.3

-1.0000%

-2.8000%

50' VC

K = 28

SSD = 624'

,5

.5

-0.5540%

60' VC

K = 27

,5

.3

R

D F

36 11 1860

D.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d a .d g n

ID FS ERFO 2016(1)-27(1)

S e p te m b e r

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

Clearing limitsClearing limits

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

Flow

2560 2

2575 2

N

20 4001020

Scale in feet

D.2

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d b .d g n

16' to 20' Length

A

Riprap toe

NOTE:

centerline

Existing roadway

Line to be constructed of embankment

Approximate toe

Plan View

Sta. 56+10 Sta. 53+74

FD

R

Class 6

Placed riprap, method A, Section A-A

1H:1V

Existing ground streambed material

Backfill with conserved

(No Scale)

14' Traveled Way

6'

Placed riprap, method A, Class 6

1.5H:1V

Sta. 56+10, Top Elev. 2538.3

Sta. 53+74, Top Elev. 2544.6

Sta. 56+10, Toe Elev. = 2529.4

Sta. 53+74, Toe Elev. = 2538.3 at 15' (see note 1) with root wad, spaced

18" to 24" dia. logs

Place boulders around root wads

Boulders at root wad: class 7 riprap, loosely placed, 10 tons each location.

maximum of 5 feet total length from bank line.

Embed trunk completely, allowing only root wad to project into flow a

2.

1.

around root wads

Place boulders channel thalweg

Riprap toe to be extended 2' below with root wad (see note 1)

18" to 24" dia. logs

OHW

STATE PROJECT

NUMBER

SHEET

ID FS ERFO 2016(1)-27(1)

See Typical Section C

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

REVETMENT DETAILS

BOULDER CREEK ROAD

FDR 314 MP 15.0

Geotextile filter, class 1, type B

AFlow

LIGHTNING CREEK ROAD

FDR 419 MP 9.0

N

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

Roadway

Repair 55' of

35'

914 RDF

NO SCALE

concrete box culvert

Clean and reset existing 48" W x 32" H x 32' L Edge of gravelEdge of gravel

NOTE:

2.

1.

FOOTNOTE:

[1]

[1] reconstruction

Mitigation, streambed channel

(No Scale)

Place material from channel excavation

Existing ground

2 min.

[1]

TYPICAL DEFLECTION BERM DETAIL

6' class 5

Placed riprap, method A, m in

(No Scale)

PROFILE DETAIL

.5 post-damage

Existing ground pre-damage

Existing ground profile

Proposed road box culvert

Existing concrete

55'

Deflection berm

Deflection berm class 5

Placed riprap, method A, [1]

[1] excavated from the channel reconstruction.

directed by the CO. Berm length varies by the amount of material construction of deflection berms on each side of the creek, as

Excavated material from channel reconstruction to be used in LEGEND reconstruction

Mitigation, streambed channel

Deflection berm

Placed riprap, method A, class 5

D.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d c .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y embankment face. See Sheet C.1 for details.

Place riprap class 5 on the upstream and downsteam

Adjust fit to field conditions.

Site not surveyed. Horizontal alignment is a representation.

F lo w

FDR 419 MP 10.2

N

NO SCALE

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

60'

Edge of gravelEdge of gravel

FDR 419

concrete box culvert

Clean and reset existing 48" W x 32" H x 32' L Repair 145' of Roadway

[1] reconstruction

Mitigation, streambed channel

(No Scale)

Place material from channel excavation

Existing ground

2 min.

[1]

TYPICAL DEFLECTION BERM DETAIL

6' m in

(No Scale)

PROFILE DETAIL

post-damage

Existing ground pre-damage

Existing ground profile

Proposed road box culvert

Existing concrete

LEGEND

reconstruction

Mitigation, streambed channel

Deflection berm

Placed riprap, method A, class 5

Deflection berm [1]

Deflection berm [1]

NOTE:

2.

1.

FOOTNOTE:

[1] excavated from the channel reconstruction.

directed by the CO. Berm length varies by the amount of material construction of deflection berms on each side of the creek, as

Excavated material from channel reconstruction to be used in

.0

50'

Placed riprap, method A, class 5

Placed riprap, method A, class 5

[1] reconstruction

Mitigation, streambed channel

15'

D.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d d .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y embankment face. See Sheet C.1 for details.

Place riprap class 5 on the upstream and downsteam

Adjust fit to field conditions.

Site not surveyed. Horizontal alignment is a representation.

F

40'

LIGHTNING CREEK ROAD

FDR 419 MP 11.8

No scale

N Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

Repair 130' of Roadway concrete box culvert

Clean and reset existing 48" W x 32" H x 32' L

FDR 419

Edge of gravelEdge of gravel

115'

[1] reconstruction

Mitigation, streambed channel

[1] reconstruction

Mitigation, streambed channel

(No Scale)

Place material from channel excavation

Existing ground

2 min.

[1]

TYPICAL DEFLECTION BERM DETAIL

6' m in

LEGEND

reconstruction

Mitigation, streambed channel

Deflection berm

Placed riprap, method A, class 5

(No Scale)

PROFILE DETAIL

post-damage

Existing ground pre-damage

Existing ground profile

Proposed road box culvert

Existing concrete

.5

50'

Deflection berm [1]

Deflection berm [1]

NOTE:

2.

1.

FOOTNOTE:

[1] excavated from the channel reconstruction.

directed by the CO. Berm length varies by the amount of material construction of deflection berms on each side of the creek, as

Excavated material from channel reconstruction to be used in

D.5

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d e .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

Placed riprap, method A, class 5Placed riprap, method A, class 5 embankment face. See Sheet C.1 for details.

Place riprap class 5 on the upstream and downsteam

Adjust fit to field conditions.

Site not surveyed. Horizontal alignment is a representation.

F

N

CP

16007

CP

16006

SUSPEND WORK

RESUME WORK

20 4001020

Scale in feet

Section A-A

A

A

NOTE:

LIGHTNING CREEK ROAD

FDR 419 MP 12.1

Plan View

2.

1.

OHW

D.6

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d f.

d g n

ID FS ERFO 2016(1)-27(1)

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

Boulders at root wad: class 7 riprap, loosely placed, 10 tons each into flow a maximum of 5 feet total length from bank line.

Embed trunk completely, allowing only root wad to project

P C

.6

P R

C

.1

P O

T

.0

P T

.3

P C

.8

P R

C

.0

P O

T

.9

P T

.6

Curve= LC12.1-3

D

R= 105.00'

T= 22.44'

L= 44.22'

Curve= LC12.1-4

D

R= 105.00'

T= 23.71'

L= 46.63'

Curve= LC12.1-2

D

R= 105.00'

T= 25.04'

L= 49.16'

Curve= LC12.1-1

D

R= 105.00'

T= 22.60'

L= 44.51'

N o v e m b e r

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

16' to 20' Length centerline

Existing roadway

Line to be constructed of embankment

Approximate toe

Sta.21+60, 34' Lt

Sta. 22+10, 16' Lt Sta. 22+57, 16' Lt

Sta. 23+08, 27' Lt

Station and offset point

(No Scale)

20' Traveled Way

Varies

6'Placed riprap, method A, Class 6

Placed riprap, method A, Class 6 around root wads

Place boulders around root wads

Place boulders channel thalweg

Riprap toe to be extended 2' below at 15' (see note 2) with root wad, spaced

18" to 24" dia. logs

See Typical Section B

Unclassified borrow

(MP121)

20+00

FDR 419 MP 12.1

(MP121)

24+67

FDR 419 MP 12.1

Removal of 18" pipe culvertRemoval of 24" pipe culvert

E = 2524422.205

N = 2417288.269

E = 2524298.055

N = 2417732.043

18" to 24" dia. logs with root wad (see note 1)

Install 24" pipe culvert

21+90 Clearing limit

Sheet E.3 for details

Install fiber roll. See

Geotextile filter, class 1, type B

1H:1V

1.5H :1V

Existing ground streambed material

Backfill with conserved

Riprap toe

FDR 419

Fl ow

FDR 419 MP 12.8

N

NO SCALE

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

20'

Edge of gravelEdge of gravel

FDR 419

concrete box culvert

Clean and reset existing 48" W x 32" H x 32' L

25' 15'

[1] reconstruction

Mitigation, streambed channel

LEGEND

reconstruction

Mitigation, streambed channel

Deflection berm

Placed riprap, method A, class 5

(No Scale)

Place material from channel excavation

Existing ground

2 min.

[1]

TYPICAL DEFLECTION BERM DETAIL

6' m in

(No Scale)

PROFILE DETAIL

post-damage

Existing ground pre-damage

Existing ground profile

Proposed road box culvert

Existing concrete

.0

45'

Deflection berm [1]

Deflection berm [1]

NOTE:

2.

1.

FOOTNOTE:

[1] excavated from the channel reconstruction.

directed by the CO. Berm length varies by the amount of material construction of deflection berms on each side of the creek, as

Excavated material from channel reconstruction to be used in

Placed riprap, method A, class 5Placed riprap, method A, class 5

15'

[1] reconstruction

Mitigation, streambed channel

D.7

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d g .d g n

ID FS ERFO 2016(1)-27(1)

N o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y embankment face. See Sheet C.1 for details.

Place riprap class 5 on the upstream and downsteam

Adjust fit to field conditions.

Site not surveyed. Horizontal alignment is a representation.

F

CUYD

EXC.

CUYD

EMB.

32+0031+0030+00

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

SUSPEND WORK

RESUME WORK

20 4001020

Scale in feet

Line to be constructed

Profile grade

WELLINGTON CREEK BRIDGE

FDR 489 MP 0.1

CP

16010

CP

16011

EL = 3,288.29

E = 2523450.420

N = 2419899.246

(MP010)

30+00.00

FDR 489 MP 0.1

(MP010)

30+98.81

FDR 489 MP 0.1

EL = 3,288.89

E = 2523546.897

N = 2419919.565

+1.2190%

,2

.2

,2

.4

+0.5377%

Slope stake limits type 2, class A

W-beam rail element, Replacement guardrail type 2, class A

W-beam rail element, Replacement guardrail

.9

.9

0Wellington Creek Bridge

See G Sheets for details

Clearing limit

Remove existing abutment

FDR 489

See F Sheets for details

Placed riprap, method A, Class 6

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

See F Sheets for details

Placed riprap, method A, Class 6

D.8

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d h .d g n

ID FS ERFO 2016(1)-27(1)

o v e m b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

N

Wingwall B

Wingwall A

L

P O

T

.9

P O

T

.0

WELLINGTON CREEK BRIDGE

F lo w

F

NOTE:

50'

6'

20' Traveled Way

1H:1V

1.5H :1V

Existing ground

FDR 419

Section A-A

Plan View

A

A

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

NO SCALE

D.9

STATE PROJECT

NUMBER

SHEET

ID FS ERFO 2016(1)-27(1)

Roadway embankment loss

6'

16' to 20' Length

Toe of embankment

Roadway centerline embankment along edge of exiting riprap

Begin riprap placement streambed material

Backfill with conserved

Riprap toe

LIGHTNING CREEK ROAD

FDR 419 MP 12.85

at 12' (see note 2) with root wad, spaced

18" to 24" dia. logs

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d i.

d g n

Placed riprap, method A, Class 6 with root wad (see note 2)

18" to 24" dia. logs

Place boulders around root wads channel thalweg

Riprap toe to be extended 2' below

OHW

around root wads

Place boulders

3.

2.

1.

See Typical Section B

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y location.

Boulders at root wad: class 7 riprap, loosely placed, 10 tons each a maximum of 5 feet total length from bank line.

Embed trunk completely, allowing only root wad to project into flow

Adjust fit to field conditions.

Site not surveyed. Horizontal alignment is a representation.

N o v e m b e r

FDR 419 MP 13.5

Rilling

Roadway embankment lossFDR 491

N

No scale

Plan View

A

A

NOTE:

D.10

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d j.

d g n

ID FS ERFO 2016(1)-27(1)

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAIL

Section A-A

1H:1V

Existing ground channel thalweg extended 2' below

Riprap toe to be streambed material

Backfill with conserved

16' to 20' Length

Riprap toe

Line to be constructed note 2) with root wad (see

18" to 24" dia. logs of embankment

Approximate toe

(No Scale)

20' Traveled Way

6'Placed riprap, method A, Class 6

Placed riprap, method A, Class 6 at 15' (see note 2) with root wad, spaced

18" to 24" dia. logs

285' around root wads

Place boulders around root wads

Place boulders

OHWUnclassified borrow

See Typical Section B

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

1.5H :1V

Boulders at root wad: class 7 riprap, loosely placed, 10 tons each location.

5 feet total length from bank line.

Embed trunk completely, allowing only root wad to project into flow a maximum of conditions.

Site not surveyed. Horizontal alignment is a representation. Adjust fit to field

3.

2.

1.

N o v e m b e r

3550 3

0 3

CUYD

EXC.

CUYD

EMB.

42+00

RATTLE CREEK BRIDGE

FDR 419 MP 14.3

41+00 43+00 44+00 45+00

Existing Roadway

(No Scale) pavement structure

See sheet C.1 for

Tie-in

CONNECTION DETAILLine to be constructed

Profile grade

Existing ground

RESUME WORK

Curve= MP143-2

D

R= 400.00'

T= 54.30'

L= 107.95'

CP

16014

CP

16015

(MP121)

41+90.00

FDR 419 MO 13.5 (MP121)

45+55.00

FDR 419 MP 13.5

Slope stake limitsSlope stake limits

END WORK

EL = 3,542.88

E = 2522094.899

N = 2428075.860

EL = 3,550.54

E = 2522105.023

N = 2428443.862

,5

.8

,5

.6

+4.84 91%

SSD = 304'

K = 12

48' VC

+1.0000%

,5

.6

-2.0000%

SSD = 378'

K = 12

36' VC

,5

.1

114' VC

K = 26

,5

.5

+2.3648

.0

.0

0Rattle Creek Bridge details See G Sheets for

Clearing limit

Slope stake limitsSlope stake limits

Clearing limit

See F Sheets

Placed riprap, method A, Class 6

See F Sheets

Placed riprap, method A, Class 6

F lo w

FDR 41

abutments

Remove existing timber abutments

Remove existing timber

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

Sheet E.3 for details

Install fiber roll. See

1011 471

Placed riprap, method A, Class 6 See F Sheets for details

Placed riprap, method A, Class 6

D.11

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d id e f2 d k .d g n

ID FS ERFO 2016(1)-27(1)

O c to b e r

H A

R R I S

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

P C

.0

P T

.9

P O

T

.2

P O

T

.0

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

1.

16001 2405685.475 2535141.498 2869.196 48°15'52.633183"N 116°07'03.237200"W 2816.0006 0.999808 5/8" IR W/FHWA ALUM CAP

16002 2405780.875 2534934.156 2881.443 48°15'53.564831"N 116°07'06.308543"W 2828.2443 0.99980746 5/8" IR W/FHWA ALUM CAP

16003 2405948.369 2534821.116 2881.521 48°15'55.212389"N 116°07'07.991210"W 2828.3256 0.99980748 5/8" IR W/FHWA ALUM CAP

16004 2406098.783 2534800.985 2880.065 48°15'56.695795"N 116°07'08.299440"W 2826.8728 0.99980755 5/8" IR W/FHWA ALUM CAP

16005 2417172.997 2524468.821 3213.659 48°17'45.462654"N 116°09'41.892452"W 3160.4668 0.99979387 5/8" IR W/FHWA ALUM CAP

16006 2417438.939 2524373.210 3217.389 48°17'48.082012"N 116°09'43.327586"W 3164.2001 0.99979371 5/8" IR W/FHWA ALUM CAP

16007 2417628.034 2524313.829 3221.671 48°17'49.944929"N 116°09'44.220824"W 3168.4854 0.99979352 5/8" IR W/FHWA ALUM CAP

16008 2417850.610 2524254.079 3225.043 48°17'52.138227"N 116°09'45.122200"W 3171.8574 0.99979337 5/8" IR W/FHWA ALUM CAP

16009 2419491.973 2523640.782 3270.294 48°18'08.303195"N 116°09'54.324051"W 3217.1183 0.99979135 5/8" IR W/FHWA ALUM CAP

16010 2419929.318 2523632.632 3288.905 48°18'12.618647"N 116°09'54.479595"W 3235.7391 0.99979047 5/8" IR W/FHWA ALUM CAP

16011 2419881.745 2523310.357 3288.891 48°18'12.131945"N 116°09'59.242686"W 3235.7087 0.99979054 5/8" IR W/FHWA ALUM CAP

16012 2420047.034 2523267.072 3292.899 48°18'13.760760"N 116°09'59.896207"W 3239.7167 0.99979036 5/8" IR W/FHWA ALUM CAP

5/8" IR W/FHWA ALUM CAP

16013 2427999.468 2522096.507 3538.414 48°19'32.175094"N 116°10'17.857096"W 3485.3465 0.99977891 5/8" IR W/FHWA ALUM CAP

16014 2428128.275 2522083.490 3540.432 48°19'33.445498"N 116°10'18.060197"W 3487.3645 0.99977881 5/8" IR W/FHWA ALUM CAP

16015 2428569.515 2522088.262 3551.105 48°19'37.800059"N 116°10'18.025476"W 3498.0474 0.9997783 5/8" IR W/FHWA ALUM CAP

16016 2428895.592 2521928.398 3560.028 48°19'41.009215"N 116°10'20.417755"W 3506.9704 0.99977791 5/8" IR W/FHWA ALUM CAP

16101 2527250.330 2541699.702 2558.315 48°35'52.563146"N 116°05'34.349374"W 2505.5395 0.99982154 5/8" IR W/FHWA ALUM CAP

16102 2527130.938 2541817.362 2555.958 48°35'51.390199"N 116°05'32.590947"W 2503.1825 0.99982163 5/8" IR W/FHWA ALUM CAP

16103 2527181.279 2541923.308 2555.116 48°35'51.891645"N 116°05'31.018116"W 2502.3372 0.99982165 5/8" IR W/FHWA ALUM CAP

16104 2527293.141 2541969.677 2548.839 48°35'52.997542"N 116°05'30.335718"W 2496.057 0.99982194 5/8" IR W/FHWA ALUM CAP

16105 2527475.912 2542275.433 2541.567 48°35'54.814593"N 116°05'25.798997"W 2488.7784 0.99982223 5/8" IR W/FHWA ALUM CAP

16106 2527706.513 2542359.912 2538.374 48°35'57.093867"N 116°05'24.557438"W 2485.5788 0.99982237 5/8" IR W/FHWA ALUM CAP

16107 2527812.943 2542469.231 2539.030 48°35'58.148915"N 116°05'22.938065"W 2486.2315 0.99982231 5/8" IR W/FHWA ALUM CAP

BOULDER1 2527349.337 2542023.848 2542.589 48°35'53.554472"N 116°05'29.533535"W 2489.807 0.99982223 5/8" IR W/FHWA ALUM CAP

BOULDER2 2527409.163 2542151.094 2540.362 48°35'54.150443"N 116°05'27.644418"W 2487.5767 0.99982231 5/8" IR W/FHWA ALUM CAP

Mile Posr 12 Washout

Wellington Creek Bridge

Rattle Creek Bridge

Boulder Creek

PROJECT : Idaho Panhandle Repairs

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : SPCS NAD83; WA South ZONE 4602

VERTICAL DATUM : NAVD88 based on Geoid 03

EPOCH DATE : 2010.000

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

Trapper Creek Culvert

C

M yF ile s\

Pr oj ec ts

\I da ho \P an ha nd le

_e rf o\ [I

D _P an ha nd le

_E R

FO

_c on tr ol sh ee t.

xl sx ]S he et

1- Ju n-

:5

A M

R

PA

W

FL

H D

S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.12

SHEET

NUMBER

FS ERFO 2016(1)-27(1)ID

SURVEY CONTROL

NO SCALE

PLASTIC LINED DIVERSION CHANNEL

RIPRAP LINED DIVERSION CHANNEL

TEMPORARY CULVERT

DIVERSION CHANNEL

SECTION B-B

SECTION A-A

SECTION A-A SECTION B-B

SECTION B-B

PLAN

W

B

W

B

W

B B

W

T T

Ø when scheduled)

Silt fence (typ.

embankment

Roadway embankment

Roadway

Temporary culvert backfill

Subgrade

Bedding

Sandbags

Riprap lining Riprap lining backflow into natural channel

Use sandbags to prevent

Permanent natural channel

Earthwork limits when scheduled)

Silt fence (typ.

See Note 5

Permanent culvert

Roadway centerline temporary barrier

Use sandbags to construct

SandbagsPlastic liner

SSSS

SS SS

D

D D

D

SS

SS

SS SS

5.

4.

3.

2.

1.

FlowFlow

FlowFlow

Plastic liner when scheduled)

Silt fence (typ.

using one of the methods listed in Subsection 204.11(a).

temporary culvert. Compact temporary culvert backfill channel through the roadway embankment with

When specified replace the portion of the diversion liner. Bury the upstream edge of the liner a minimum of

Do not construct with longitudinal joints if using a plastic

Construct channel at a minimum grade of 0.5 percent.

width of the temporary diversion channel.

Use plastic liner or riprap along the entire length and diameter, riprap class, channel dimensions and quantities.

See Erosion Control Section for temporary culvert

A

A

BB

GeotextileGeotextile

Flow

Natural ground and secure with sandbags (typ.)

157-5

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

STATE PROJECT

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

A u g u s t

U

S C m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

DIVERSION CHANNELS

TEMPORARY

6" deep and secure with riprap or sandbags.

2'2'

Bury plastic liner 6" deep

2'2'

NOTE:

with plastic liner or riprap

Temporary diversion channel

Water surface elevation

OPTION B

OPTION A

OPTION C

OPTION D

Existing ground

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Concrete barrier

Concrete barrier

Concrete barrier

Water surface elevation membrane

Waterproof

Water surface elevation membrane

Waterproof

Water surface elevation

Existing abutment or pier elevation (min.)

Top of berm

Existing ground at time of construction

Diverted water level at time of construction

Diverted water level

Existing ground at time of construction

Diverted water level

Limit of work zone

Limit of work zone

Limit of work zone elevation (min.)

Top of berm elevation (min.)

Top of berm at time of construction

Diverted water level

(anchoring method to be approved)

Waterproof membrane

REVISED: 7/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

m in

4'-6"

W157-17

METHODS

TEMPORARY DIVERSION BERM

m in m in

6" (min.) freeboard. Submit temporary stream diversion m in

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-27(1) ID

B o r d e r .U

S c m y fi le s p w p r o d u c ti o n d F L

H C e ll s .d g n li b

F e b r u a r y

NOTE:

1 4.

3.

2.

1.

membrane

Waterproof height of the sandbag barrier.

directed. Remove sediment when deposits reach half the berm daily. Repair as needed after rainfall events or as

While in use, inspect and maintain the temporary diversion given time.

Place a maximum of one diversion in the stream at any upper rows of sandbags above the joints in lower rows.

of bottom rows as there are vertical course. Overlap the

Place sandbags to form a pyramid by laying equal numbers plans for approval prior to installation.

minimum height equal to the water surface elevation with

As a minimum, provide a temporary diversion berm with a prefabricated or portable diversion berms, dams, etc.).

methods may be chosen (including any approved during construction operations. Alternate stream diversion

These options suggest configurations for diverting a stream

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

DRAFT: 7/2016

REVISED:

DETAIL APPROVED FOR USE 10/2014

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FIBER ROLL

(FT)

(FT)

W157-21

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

U S

C c m y fi le s p w p r o d u c ti o n d m s

W .d g n

J u ly

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

Direction of runof f from distur bed area s sp ac in g ch ar t

S ee F ib er R ol l

Fiber roll ff o n ur f o n oi t c er i

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow larger than fiber roll wood stakes. See Note 2.

Pay lim its

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

2.

1.

permanent installations. Do not crush fiber roll while staking.

roll is secure to slope. Live stakes may be used for and install fiber rolls

Step 1: Excavate trench Step 2: Backfill soil against fiber rolls

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

Drive stakes at each end and at 4-foot spacing until fiber fiber roll and space stakes at 4-foot max.

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

10.4 x 16 20301 -1900

20702 -0200

25101 -0400

25101 -0500

25101 -0600

25102 -0700

60201 -0800

60702 -1000

64703 -5000

64704 -1600

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

G

EO

TE

X

TI

LE

F

IL

TE

R

C

LA

S S

TY

PE

B

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

-I

N C

H P

IP

E

C U

LV

ER

T

R

EM

O V

IN

G

C

LE

A N

IN

G

A

R

EL

A

YI

N G

C U

LV

ER

T

M

IT

IG

A

TI

O N

R O

O T

W A D

M

IT

IG

A

TI

O N

S

TR

EA

M

ED

H

A N

N

EL

R

EC

O N

S

TR

U C

TI

O N

S K

EW

A N

G

LE

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD EACH SQYD CUYD CUYD CUYD TON LNFT LNFT EACH CUYD Lt Rt

FDR 314 MP 15.0 1050 1404 130 13

FDR 419 MP 9.0 86 50 75 32 120

FDR 419 MP 10.2 86 50 208 32 562

FDR 419 MP 11.8 86 50 186 32 1252

FDR 419 MP 12.1 2 670 1020 90 52 9 1, 2

FDR 419 MP 12.8 86 50 59 32 175

FDR 489 MP 0.1 178 265

FDR 419 MP 12.85 267 425 40 4

FDR 419 MP 13.5 1634 2650 160 16

FDR 419 MP 14.3 390 445 1330

PROJECT TOTAL 0 2 4533 200 528 6209 420 52 128 42 3439

Allowable Pipe Material

NOTE: A Aluminum

1. See Std. 602-1 for steel pipe culvert minimum wall thickness. AS Aluminized steel

2. End sections for all inlets and outlets are incidental to culvert pay item. C Concrete

GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

C

U se rs \b ra nd on .s to ke s\ D es kt op

D ra in ag e.

xl sx ]S he et

-F eb -2

:5

B

S

TO

K

ES

5/

K H

A R R

IS

O N

5/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

F.1

SHEET

NUMBER

FS ERFO 2016(1)-27(1)ID

Note: The quantities shown hereon are approximate and are subject to field adjustments.

Q Vel.

500Q

100Q

50Q

2Q

SLOPE PROTECTION

WS ELEV.

29+50 30+00 30+50 31+00 31+50 32+00

TYPE: Riprap

SLOPE: 1.75(h):1(v)BOTTOM EL.: 3270.0

REMARKS: Scour includes abutment and long-term degradation. Riprap along face of wingwalls and roadway approach embankment along floodplain to be determined as part of the final hydraulic analysis.

CLASS: 6

TOP EL.: 3282.0 DEPTH: 5.0 ft.

)500); 3266.4 ft. (Q100TOTAL SCOUR EL: 3266.5 ft. (Q4350

15.0

13.8

13.5

9.9

3280.5

3279.3

3278.8

3275.5

RIPRAP LAYOUT

WELLINGTON ROAD BRIDGE

F.2

STATE PROJECT

NUMBER

SHEET

ID FS ERFO 2016(1)-27(1)

D A

T E

P

A T

H h e c k e d b y

J .N e ig h o r e s ig n e d b y

ELEVATION

SCALE IN FEET

402001020 stream channel

Centerline existing at road centerline

Existing ground 68' Waterway

Centerline

Proposed Roadway

Existing contour (typ.)

F lo w

L ig h tn in g C r

70'

F lo w

Finish grade at road centerline

1.75

El. = 3278.8

50-yr WS El. 3266.4

Begin bridge

Sta 30+27.9

End bridge

Sta 30+97.9

Channel Bottom El. = 3271.1

Sta 30+39.6 remain

Existing abutment to abutment set on reconstructed west

Existing bridge deck to be and wingwalls

Reconstruct west abutment

El. 3271.1 @ west abutment

Proposed channel bottom

El. 3282.0 abutment and wingwalls

Reconstruct west

6'

25'

6'

19'

Geotextile filter, class 1, type B

Placed riprap, method A, Class 6

Placed riprap, method A, Class 6

Finish grade contour (typ.)

Q Vel.

500Q

100Q

50Q

2Q

SLOPE PROTECTION

WS ELEV.

42+50 43+00 43+50 44+00 44+50 45+00

TYPE: Riprap

14.6

13.6

12.9

7.9

3543.5

3543.1

3543.0

3541.0

DEPTH: 5 ft.

SLOPE: 1.75(h):1(v)

TOP EL.: Varies

BOTTOM EL.: Varies

REMARKS: Scour includes abutment and long-term degradation. Riprap along face of wingwalls and roadway approach embankment along floodplain to be determined as part of the final hydraulic analysis.

CLASS: 6

)500); 3531.7 ft. (Q100TOTAL SCOUR EL: 3531.7 ft. (Q

F.3

STATE PROJECT

NUMBER

SHEET

ID FS ERFO 2016(1)-27(1)

D A

T E

P

A T

H h e c k e d b y

J .N e ig h o s ig n e d b y

RIPRAP LAYOUT

RATTLE CREEK BRIDGEELEVATION

SCALE IN FEET

402001020

Flow stream channel

Centerline proposed at road centerline

Existing ground

El. = 3543.0

50-yr WS

48' Waterway

Centerline

Proposed Roadway

1.75

Existing contour (typ.)

F lo w

Channel Bottom El. = 3537.0

N 2428354.01, E 2522085.43

Sta 43+76.00

El. 3537.0 @ centerline of road

El. 3536.6 @ downstream bridge face

Proposed channel bottom

60.8°

R a ttle C r.

@ downstream face of bridge

Channel Bottom El. = 3536.6

El. 3530.60 El. 3530.10

30' 30'

45'

48'

45'

5'

Placed riprap, method A, Class 6

Geotextile filter, class 1, type B

Placed riprap, method A, Class 6

Placed riprap, method A, Class 6

Top of riprap, Elev. 3544.0

Top of riprap, Elev. 3547.0

Top of riprap, Elev. 3544.0

Top of riprap, Elev. 3547.0 at road centerline

Finish grade

5' footing elevations shown on the profile elevation

Extend front edge of riprap below finish grade to the

Finish grade contour (typ.)

C L

Channel

Placed riprap, method A, Class 6

45 3545

03550

20 4001020

Scale in feet

F.4

STATE PROJECT

NUMBER

ID FS ERFO 2016(1)-27(1)

A g n e w

C h e c k e d b y

D e s ig n e d b y

CHANNEL GRADING

RATTLE CREEK BRIDGE

FDR 419 MP 14.3

in t_ ft m y fi le s p w p r o d u c ti o n d id e f2 fd .d g n

FOOTNOTE:

[1]

[1]

[1] construction of groins and cut-off berm.

Excavated material from channel reconstruction to be used in

[1]

S e p te m b e r

35553

A

B

C D E

F G H

I

N

L

J

K

M

O

POINT NORTHING EASTING ELEV.

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

2428341.39 2522056.85 3535.89

2428381.57 2522148.56 3539.51

2428399.29 2522167.96 3540.56

2428408.09 2522186.89 3541.38

2428435.97 2522205.48 3542.74

2428457.76 2522213.21 3543.68

2428478.52 2522237.09 3545.00

2428509.83 2522273.09 3549.45

2428554.49 2522303.41 3554.40

2428351.78 2522183.33 3551.00

2428276.02 2522219.62 3551.00

2428396.03 2522256.16 3557.00

2428331.74 2522310.22 3557.00

2428461.38 2522316.03 3560.00

2428429.61 2522371.60 3560.00

GRADING CONTROL POINTS

(No Scale)

6' Place material from channel excavation

Existing ground listed per the grade control points

Construct berm to the elevation

3 min.

16'

Existing ground listed per the grade control points

Excavate channel to the elevations

1.75

(No Scale)

TYPICAL CHANNEL DETAIL

stream channel

Centerline of proposed

Rattle Cr.

Flo w

Centerline

Proposed Roadway berm

Construct ditch cut-off

Existing contour (typ.)

Finish grade contour (typ.)

TYPICAL FLOODPLAIN GROIN DETAIL

groin (typ.)

Proposed floodplain channel bottom

Proposed ege of groins and place along floodplain

Mitigation, streambed channel reconstruction. Excavate channel material channel reconstruction

Mitigation, streambed

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

STATE PROJECT

NUMBER

SHEET

F.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-27(1) ID

U S

C c m y fi le s p w p r o d u c ti o n d id e f2 fe .d g n

M a y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

3.

4.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

[1] Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

602-2

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

COUPLING BAND

METAL PIPE CULVERT

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 corrugations on rerolled pipe ends.

STATE PROJECT

NUMBER

SHEET

F.6

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-27(1) ID

U S

C c m y fi le s p w p r o d u c ti o n d id e f2 ff .d g n

M a y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

W

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

LEGEND:

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2014

REVISED: 4/1994 6/2005

> 54"

12" to 54"

6"

4"

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

STATE PROJECT

NUMBER

SHEET

F.7

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-27(1) ID

U S

C c m y fi le s p w p r o d u c ti o n d id e f2 fg .d g n

M a y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

Bedding material (uncompacted)

Impermeable backfill material.

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

HH

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter…